CN106592614A - Water leakage point blockage method in foundation pit water stop curtain - Google Patents
Water leakage point blockage method in foundation pit water stop curtain Download PDFInfo
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- CN106592614A CN106592614A CN201611160663.5A CN201611160663A CN106592614A CN 106592614 A CN106592614 A CN 106592614A CN 201611160663 A CN201611160663 A CN 201611160663A CN 106592614 A CN106592614 A CN 106592614A
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- leakage point
- man
- grouting
- waterproof
- serous fluid
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
- E02D19/185—Joints between sheets constituting the sealing aprons
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to a water leakage point blockage method in a foundation pit water stop curtain. The method comprises the following steps: back-pressure sand bags are stacked in a water leakage point in a foundation pit near the water stop curtain, and are used for blocking the water leakage point; a first grouting pipe is drilled in soil near the water stop curtain, and first grouting slurry is filled to block a recess area in the soil corresponding to the water leakage point until the first grouting slurry cannot be filled; a second grouting pipe is drilled near the first grouting pipe, and second grouting slurry is filled in a gap formed by the first grouting slurry; and the back-pressure sand bags are removed, and steel plate piles are driven in the foundation pit near the water leakage point of the water stop curtain, are bonded on the surface of the water stop curtain, and are fixedly connected with the water stop curtain. The combination of construction measures preferably solves the blockage problem of the water leakage point, is short in construction time, and cannot influence the construction progress.
Description
Technical field
The present invention relates to technical field of structural engineering, refers in particular to a kind of method for blocking of leakage point in foundation ditch waterproof of man.
Background technology
With the in short supply and technological innovation of urban land resource, underground space development increasingly obtains extensive concern and sends out
Exhibition, continues to bring out out large quantities of ultra-deep underground space structures, and deep-foundation pit engineering arises at the historic moment.When base pit engineering in underground water it is rich
When rich and water level is higher, general using closing precipitation technology Solve problems in construction, the waterproof of man form that closing precipitation is adopted is led to
Often there are diaphram wall or interlocking pile etc., but no matter which kind of form, because of differences such as difficulty of construction and geological conditions, occur each
Kind of leakage problem, larger percolating water can lead to not construction operation, it is necessary to thoroughly be administered, existing for leakage point
The method using hole slip casting is drawn is processed, the grout cures speed of injection is slow, can be due to the effect of the pressure of leakage point from leakage point
It is exuded in foundation ditch, causes slurries to waste and closure is more difficult, the time of plugging construction is long, affects construction speed.
The content of the invention
It is an object of the invention to overcome the defect of prior art, there is provided the closure of leakage point in a kind of foundation ditch waterproof of man
Method, solves to draw the waste of slurries present in the grouting method of hole, difficult closure, engineering time length in prior art and affects to apply
The problems such as work progress.
Realizing the technical scheme of above-mentioned purpose is：
The invention provides in a kind of foundation ditch waterproof of man leakage point method for blocking, comprise the steps：
Pile back-pressure sand pocket at the leakage point of close waterproof of man, leaks using described in the back-pressure sandbag damming in foundation ditch
Water spot；
In lower first Grouting Pipe of soil body drilling near waterproof of man, and the first slip casting is irrigated by first Grouting Pipe
Slurries to block the soil body in the Kong Xian areas that formed at the correspondence leakage point, until first grouting serous fluid cannot be irrigated
Till；
Near lower second Grouting Pipe of first Grouting Pipe drilling, and the second slip casting slurry is irrigated by second Grouting Pipe
Liquid is filling the gap that first grouting serous fluid is formed；And
The back-pressure sand pocket is removed, and steel sheet pile is squeezed at the leakage point of the waterproof of man in foundation ditch, by institute
State steel sheet pile to be attached at the surface of the waterproof of man and be fixedly connected with the waterproof of man.
The method for blocking elder generation pile back-pressure sand pocket of the present invention, plays back-pressure effect, at balance leakage point using back-pressure sand pocket
Head pressure, carry out well cementing to leakage point Chu Kongxian areas after balance pressure, and the side using secondary grouting of being in the milk
Formula, fills up in Kong Xian areas first with the first thicker grouting serous fluid, and the first grouting serous fluid rate of set is fast, can be empty in injection
Rapid solidification behind sunken area, plays the Kong Xian areas that preliminary rapid curing blocks leakage point, then reinjects thinner the second slip casting slurry
Liquid, the gap in Kong Xian areas is filled up so that Kong Xian areas are closely knit, control drainage.The method for blocking of the present invention is in control
Back-pressure sand pocket is removed after leak, then steel sheet pile is set, leakage point is played a part of to block and reinforced.The knot of above-mentioned working measure
Close so that the method for blocking of the present invention preferably resolves the closure problem of leakage point, the engineering time is short, do not interfere with construct into
Degree.
The method for blocking of leakage point further improvement is that in foundation ditch waterproof of man of the present invention, also include：
3rd Grouting Pipe under gap between the steel sheet pile and the waterproof of man, by under the 3rd Grouting Pipe
Enter at the leakage point of the waterproof of man；
Irrigate the first grouting serous fluid to block the space to the space between the steel sheet pile and the waterproof of man；
3rd grouting serous fluid is irrigated at the leakage point by the 3rd Grouting Pipe, using the 3rd grouting serous fluid
Block the leakage point of the waterproof of man.
The method for blocking of leakage point further improvement is that in foundation ditch waterproof of man of the present invention, near waterproof of man
Under the soil body drilling during the first Grouting Pipe, in the surface correspondence Kong Xian areas of the soil body drilling position of the first Grouting Pipe is laid
Put, the bore position of first Grouting Pipe lays curved setting, and the ttom of pipe absolute altitude of two adjacent the first Grouting Pipes is not
Together.
The method for blocking of leakage point further improvement is that in foundation ditch waterproof of man of the present invention, also include：
Injected after the first grouting serous fluid using first Grouting Pipe, above put forward first Grouting Pipe to a setpoint distance
Afterwards, continue to irrigate first grouting serous fluid into first Grouting Pipe.
The method for blocking of leakage point further improvement is that in foundation ditch waterproof of man of the present invention, also include：
Second grouting serous fluid is poured into in the soil body of Kong Xian areas periphery to reinforce using second Grouting Pipe
The soil body of Kong Xian areas periphery.
The method for blocking of leakage point further improvement is that in foundation ditch waterproof of man of the present invention, also include：
By closely knit first grouting serous fluid being poured at the waterproof of man surface of the 3rd grouting serous fluid and the sky
Between the first grouting serous fluid in sunken area, with the closely knit closure leakage point.
The method for blocking of leakage point further improvement is that in foundation ditch waterproof of man of the present invention, the 3rd grouting serous fluid
For polyurethane and the mixed solution of waterglass.
The method for blocking of leakage point further improvement is that in foundation ditch waterproof of man of the present invention, first grouting serous fluid
For M30 high-strength mortars and the mixed solution of waterglass.
The method for blocking of leakage point further improvement is that in foundation ditch waterproof of man of the present invention, second grouting serous fluid
For cement mortar and the mixed solution of waterglass.
The method for blocking of leakage point further improvement is that in foundation ditch waterproof of man of the present invention, fill out in the back-pressure sand pocket
Filled with chance water non-cured materials.
Description of the drawings
Fig. 1 is the positive structure schematic of leakage point in foundation ditch waterproof of man.
Fig. 2 is the cross-sectional view of leakage point in foundation ditch waterproof of man.
Fig. 3 is the structural representation seeped water into foundation ditch at leakage point in foundation ditch waterproof of man.
Fig. 4 is the structural representation of pile back-pressure sand pocket in the method for blocking of leakage point in foundation ditch waterproof of man of the present invention.
Fig. 5 to Fig. 7 is that the method for blocking Zhong Xiangkongxian areas of leakage point in foundation ditch waterproof of man of the present invention irrigate the first slip casting
The structural representation of the slip casting procedure decomposition of slurries.
Fig. 8 to first grouting serous fluid by forming in the method for blocking of leakage point in foundation ditch waterproof of man of the present invention
The structural representation of the second grouting serous fluid is irrigated in structure.
Fig. 9 is the structural representation for arranging steel sheet pile in foundation ditch waterproof of man of the present invention in the method for blocking of leakage point.
Figure 10 and Figure 11 are that the method for blocking Steel Sheet Pile of leakage point connects with waterproof of man in foundation ditch waterproof of man of the present invention
The structural representation for connecing.
Figure 12 is the cloth of the bore position of the first Grouting Pipe in the method for blocking of leakage point in foundation ditch waterproof of man of the present invention
If structural representation.
Specific embodiment
Below in conjunction with the accompanying drawings the invention will be further described with specific embodiment.
The invention provides in a kind of foundation ditch waterproof of man leakage point method for blocking, for thoroughly closure leakage point, phase
Than the method for drawing hole slip casting adopted in prior art, method for blocking of the invention adopts back-pressure sand pocket pile in foundation ditch,
Leakage point is blocked, the back-pressure sand pocket of dense extrusion can reduce water burst speed and flow, play back-pressure effect, balance head pressure
Power, and then the first grouting serous fluid for avoiding injecting in Kong Xian areas loss before curing.The method for blocking of the present invention is for the soil body
The first thicker grouting serous fluid, the condensation speed of first grouting serous fluid are first injected using the method for secondary grouting by Ce Kongxian areas
Degree is fast, coordinates the back-pressure effect of back-pressure sand pocket, effectively prevent the leakage of the first grouting serous fluid.Using the first grouting serous fluid
After preliminary rapid curing closure leakage point, the second thinner grouting serous fluid is being injected, the gap in Kong Xian areas is being filled up so that empty
Sunken area is closely knit, controls drainage.Secondary grouting can effectively block Kong Xian areas, control drainage, further
It is to set up steel sheet pile at leakage point to be reinforced and blocked after control leak.The method for blocking of the present invention is preferably resolved Lou
The closure problem of water spot, the engineering time is short, does not interfere with construction speed.Below in conjunction with the accompanying drawings in foundation ditch waterproof of man of the present invention
The method for blocking of leakage point is illustrated.
As shown in Figure 1 to Figure 3, the surrounding of foundation ditch 11 is provided with waterproof of man 13, and the bottom of the waterproof of man 13 is inserted into
In the soil body 12 of the bottom of foundation ditch 11, i.e., the bottom of waterproof of man 13 will be extend into below the base plate of foundation ditch 11.Waterproof of man 13 is
The construction of foundation ditch 11 provides the effect for intercepting the water in the outer soil body 12 of foundation ditch 11, prevents from being located at the soil body in the outside of waterproof of man 13
Water in 12 is penetrated in foundation ditch 11 and affects the construction of foundation ditch 11.Because of differences such as difficulty of construction and geological conditions, in the curtain that intercepts water
The problem of percolating water occurs on curtain 13, leakage point 14 is formed with waterproof of man 13, the leakage point 14 has connected foundation ditch
11 and the soil body 12 in the outside of waterproof of man 13, the water in the soil body 12 can be penetrated in foundation ditch 11, so as in base from leakage point 14
The bottom in hole 11 defines foundation ditch water 111, the presence of the leakage point 14 cause foundation ditch cannot construction operation, so the present invention
Method for blocking is aiming at the processing method of leakage point 14, solves the problems, such as the closure of leakage point 14.
The method for blocking of leakage point comprises the steps in the foundation ditch waterproof of man of the present invention：
As shown in figure 4, because the water in the soil body 12 is entered in foundation ditch 11 from leakage point 14, the soil at the leakage point 14
Kong Xian areas 15 are formed in body 12 due to soil erosion, and to foundation ditch water 111 should be defined at leakage point 14 in foundation ditch 11.
Pile back-pressure sand pocket 24 at the leakage point 14 of first waterproof of man 13 close in foundation ditch 11, using the closure leak of back-pressure sand pocket 24
Point 14, the front of back-pressure sand pocket 24 is deposited at leakage point 14, so that leakage point 14 to be blocked by back-pressure sand pocket 24, the back-pressure sand
When bag 24 is stacked, the width and height of stacking are intended to the size beyond leakage point 14, and back-pressure sand pocket 24 serves back-pressure effect, puts down
Weighing apparatus head pressure, blocks leakage point 14, reduces the infiltration situation of leakage point 14, and the setting of the back-pressure sand pocket 24 can also be reduced
The slurries being subsequently implanted in Kong Xian areas 15 are lost in.Further, filled with water non-cured materials are met in back-pressure sand pocket 24, should
In foundation ditch water 111, the water in the foundation ditch water 111 is penetrated in back-pressure sand pocket 24 pile of back-pressure sand pocket 24, the back-pressure sand
The material of filling is met water and will not be solidified in bag 24, can so increase the heap densification solidity of back-pressure sand pocket, As time goes on,
Back-pressure sand pocket heap pressure in the presence of self gravitation is more and more closely knit, can preferably balance leak head pressure so that leak
Point can be blocked substantially.Back-pressure sand pocket 24 is met water non-cured materials and is formed using woven bag filling, the chance water non-cured materials bag
Clay, mud, common sand, soybean or flour etc. are included.
As shown in figure 5, near waterproof of man 13 the soil body 12 drill under the first Grouting Pipe 21, by first Grouting Pipe
21 perfusion the first grouting serous fluids to block the soil body 12 in correspondence leakage point 14 at formed Kong Xian areas 15, irrigate the first grouting serous fluid
Till first grouting serous fluid cannot be irrigated.Start in the top surface correspondence Kong Xian areas 15 of the soil body 12 in the outside of waterproof of man 13
Lower first Grouting Pipe 21 of drilling, the first grouting serous fluid irrigated by the first Grouting Pipe 21 has the effect of rapid condensation, can
Rapid curing closure Kong Xian areas 15, on the one hand rapid condensation can reduce the loss of material, on the other hand can also accelerate what is blocked
Engineering time, accelerating construction progress.As a better embodiment of the present invention, first slip casting under the surface drilling of the soil body 12
Guan Shi, with reference to shown in Figure 12, lays the bore position 26 of the first Grouting Pipe, by first in the surface correspondence Kong Xian areas 15 of the soil body 12
The bore position 26 of Grouting Pipe lays curved setting, and the arc is mutually close with the edge in Kong Xian areas 15.Specifically, in the soil body 12
Surface mark off region 121 corresponding with Kong Xian areas 15, then around the region 121 edge arrange bore position 26, should
Bore position 26 is inside and outside the edge line in region 121, and drill down tube and mortar depositing construction are suitable using from low to high
Sequence is constructed, and the first grouting serous fluid is injected by the way of repeated multiple times perfusion, until first grouting serous fluid cannot
Till perfusion.By bore position 26 around leakage point in the fan-shaped note laid to external diffusion, so arranged using the bore position
Slurry pipe carries out slip casting, ensure that the first grouting serous fluid is fully filled with Kong Xian areas.
The effect of the first grouting serous fluid is to be filled up completely with the Kong Xian areas at the back side of leakage point 14, slows down water leakage, reduces water
Soil is lost in, and reduces surface collapse hidden danger.
When the first Grouting Pipe 21 is arranged, the ttom of pipe absolute altitude of two adjacent the first Grouting Pipes 21 is different, will be adjacent
Depth design in two insertion soil bodys 12 of the first Grouting Pipe 21 is difference, to carry out repeated multiple times drilling down tube grouting.Such as
Shown in Fig. 5, first Grouting Pipe 21 is inserted at set depth so that the ttom of pipe absolute altitude of first Grouting Pipe 21 is placed in and sets
Determine depth, first irrigate the first grouting serous fluid into the first Grouting Pipe 21 at the set depth, the first grouting serous fluid is sent into
To the position that the soil body is deeper, in deeper position closure Kong Xian areas 15, with reference to shown in Fig. 6, then at the set depth
Another first Grouting Pipe 21 under the drilling of first Grouting Pipe 21, the depth of another first Grouting Pipe 21 raises 2m for set depth
Left and right, to realize the repeated multiple times perfusion of the first grouting serous fluid.As another better embodiment of the present invention, the first slip casting slurry
The repeated multiple times perfusion of liquid, can also adopt with the following method：As shown in Figures 5 to 7, first the first Grouting Pipe 21 is inserted into into setting
Depth so that the ttom of pipe absolute altitude of first Grouting Pipe 21 is placed at set depth, first irrigates the first note at the set depth
Slurry slurries, after then above carrying the setpoint distance of the first Grouting Pipe 21 to, now the ttom of pipe absolute altitude of first Grouting Pipe 21 is lifted
Rise, continue to irrigate the first grouting serous fluid into first Grouting Pipe 21, to realize the repeated multiple times perfusion of the first grouting serous fluid.
By the first grouting serous fluid of repeated multiple times perfusion so that the Zhong Kongxian areas 15 of the soil body 12 are completed by closure substantially, by
There is the effect of rapid condensation in the first grouting serous fluid, preliminary rapid curing closure leakage point 14 Chu Kongxian areas 15 have been reached,
Control the infiltration phenomenon of leakage point 14.Using M30 high-strength mortars and the mixed solution of waterglass, this is mixed first grouting serous fluid
The water glass solution that solution is that M30 high-strength mortars fill that volume accounting is 10% to 20% is closed, is coagulated because M30 high-strength mortars have
Gu fast the characteristics of, along with the rapid hardening effect of waterglass so that first grouting serous fluid has higher rapid hardening effect, it is to avoid
Loss by leaching of first grouting serous fluid from leakage point 14, quickening setting time can also accelerate the engineering time.M30 high-strength mortars and
The particle of the mixed solution of waterglass is thicker, when being filled in Kong Xian areas 15, quickly can fill up in Kong Xian areas 15, and condenses
Speed is fast, and then realizes the effect in rapid curing closure Kong Xian areas.And M30 high-strength mortars can be purchased directly, be stirred without the need for scene
Mix, can save the engineering time.
As shown in figure 8, after the first grouting serous fluid cannot be irrigated, near the first Grouting Pipe 21 lower second note of drilling is started
Slurry pipe 22, the second grouting serous fluid is irrigated to fill the gap that the first grouting serous fluid is formed by the second Grouting Pipe 22, is fallen into empty
Area 15 is closely knit.The laying mode of the second Grouting Pipe 22 is referred to the laying of the first Grouting Pipe 21, also designs curved, and second
The depth of the insertion of Grouting Pipe 22 can also be adjusted sequentially so that the second grouting serous fluid of injection can be by first in Kong Xian areas 15
The gap filling of the structure that grouting serous fluid is formed after condensing is closely knit.Due to the particle of the first grouting serous fluid it is thicker, in first note
After slurry slurries are injected in Kong Xian areas 15, the soil body around the unavoidable Hui Yukongxian areas 15 of the first thicker grouting serous fluid of particle is combined
When produce trickle gap, the gap can become infiltration hidden danger.So by the way of secondary grouting, using repetitious brill
The second Grouting Pipe and the second grouting serous fluid is injected under hole, filled up in gap using the second grouting serous fluid closely knit, it is ensured that leakage point 14
Place is blocked completely.Using cement mortar and the mixed solution of waterglass, cement mortar is plain-water slurry to second grouting serous fluid, the element
Cement mortar is 0.6 or so using the preparation of 32.5 grades of normal silicate, the ratio of mud, fill in plain-water slurry volume accounting 10% to
20% water glass solution, mixes water glass solution, can play the effect of rapid hardening, and the particle of plain-water slurry is high less than M30
Strength mortar, second grouting serous fluid can be good at filling the gap in Kong Xian areas.Further, with reference to shown in Fig. 9, also wrap
Include and pour into the second grouting serous fluid to reinforce the Kong Xian areas periphery in the soil body of the periphery of Kong Xian areas 15 using the second Grouting Pipe 22
The soil body.Second grouting serous fluid is reinforced the soil body of the periphery of Kong Xian areas 15, can play a part of to prevent infiltration.In leakage
The side of the soil body 12 of water spot 14, is successively blocked, at the beginning of the first grouting serous fluid using the first grouting serous fluid and the second grouting serous fluid
Step solidification closure, the space filling and periphery soil stabilization with reference to the second grouting serous fluid, has blocked well the back of the body of leakage point 14
Face (i.e. soil body side), the drainage at leakage point 14 is effectively controlled.
Second grouting serous fluid is extended consolidation process to Kong Xian areas, and its effect is the structure for forming the first grouting serous fluid
Itself space, first grouting serous fluid space, the loose soil body of original state etc. between the original state soil body carry out the grouting and reinforcing of split point,
Substantially reduce the capillary water percolating capacity at the leakage point back side.
As shown in Figure 8 and Figure 9, after leak is controlled, pump drainage foundation ditch water 111 removes back-pressure sand pocket 24, and in base
Steel sheet pile 25 is squeezed at the leakage point 14 of waterproof of man 13 in hole 11, the steel sheet pile 25 is sticked in the table of waterproof of man 13
Face, and be fixedly connected with waterproof of man 13.With reference to shown in Figure 10 and Figure 11, steel sheet pile 25 adopts shaped steel, erects in leakage point 14
Place, and be fixedly connected with waterproof of man 13, the waterproof of man 13 of steel sheet pile more than 25 is fixedly connected to form into entirety so that steel sheet pile energy
The effect of leak lateral pressure is withstood enough.Shaped steel adopts H450mm*150mm*9mm*14mm shaped steel, and shaped steel is driven underground 2 meters
Left and right, with M20 expansion anchors HRB400mm diameter 20mm one reinforcing bar of spacing 600mm is welded with, and crab-bolt is driven into waterproof of man 13
Interior, reinforcing bar cuff is welded and fixed on shaped steel and with crab-bolt.
As a better embodiment of the present invention, with reference to shown in Fig. 9, also include：In steel sheet pile 25 and waterproof of man 13
Between gap under the 3rd Grouting Pipe 23, the 3rd Grouting Pipe 23 is lowered at the leakage point 14 of waterproof of man 13；Xiang Gang
Space between sheet pile 25 and waterproof of man 13 irrigates the first grouting serous fluid to block the space；Then pass through the 3rd Grouting Pipe 23
The 3rd grouting serous fluid is irrigated at leakage point 14, using the 3rd grouting serous fluid the leakage point 14 of the waterproof of man 13 is blocked.To
During soil body down tube slip casting, the first grouting serous fluid due to using rapid condensation, it is injected into behind Kong Xian areas 15 can fast rapid hardening
Knot, without being flowed at leakage point 14, so the slip casting twice at Kong Xian areas 15 will not be to playing envelope at leakage point 14
Stifled, the Hui Jiangkongxian of the slip casting twice areas 15 at Kong Xian areas 15 block tight, the close leakage point 14 of structure meeting that it is formed.And in steel
When irrigating the first grouting serous fluid between sheet pile 25 and waterproof of man 13, first grouting serous fluid is M30 high-strength mortars and waterglass
Mixed serum, the characteristics of it has rapid condensation, can preferably fill the space between steel sheet pile and waterproof of man 13, and
For the leakage point 14 in waterproof of man 13 then can not be blocked well.The 3rd grouting serous fluid is filled into using the 3rd Grouting Pipe
At leakage point 14, the 3rd grouting serous fluid is poured in the first grouting serous fluid and Kong Xian areas 15 at the surface of waterproof of man 13
Between one grouting serous fluid, being capable of preferably closely knit closure leakage point 14.The front of leakage point is thoroughly blocked.
3rd grouting serous fluid is the mixed solution of polyurethane and waterglass.Fill volume ratio i.e. in polyurethane solutions to account for
10% to 20% water glass solution, to play rapid hardening effect.The polyurethane compares the first slip casting with the mixed solution of waterglass
Slurries are more fine and smooth, and it can fill the trickle gap at leakage point 14, and the trickle gap that there will be is filled up completely with, tightly to seal
Leak stopping water spot 14, and also act the effect of reinforcing so that leakage point is thoroughly blocked.Cannot note in the 3rd grouting serous fluid
After entering, the 3rd Grouting Pipe 23 is stayed between steel sheet pile 25 and waterproof of man 13, is blocked using grouting serous fluid.
The method for blocking of leakage point has the beneficial effect that in foundation ditch waterproof of man of the present invention：
The method for blocking of the present invention make use of three kinds of grouting serous fluids to carry out the closure of leakage point, utilize thicker M30 mortars
Made by the first grouting serous fluid block space between Kong Xian areas and waterproof of man and steel sheet pile completely, then the sky in the soil body falls into
The second grouting serous fluid made by the cement mortar thinner than the first grouting serous fluid particle is utilized at area, using the second grouting serous fluid come closely knit
Space in the soil body, include the first grouting serous fluid condense after structure itself space, the first grouting serous fluid in the original state soil body it
Between space, the also loose soil body of original state, closure and reinforcing to the soil body and structure of second grouting serous fluid to space can
The capillary water percolating capacity at the leakage point back side is substantially reduced, can be controlled Lou by the perfusion of the first grouting serous fluid and the second grouting serous fluid
The infiltration situation at the water spot back side.Using the 3rd grouting serous fluid come closely knit seepage point and the space of seepage point both sides, i.e. waterproof of man
Space between the first grouting serous fluid structure and seepage point at place, between the first grouting serous fluid structure and seepage point in Kong Xian areas
Space, the particle of the 3rd grouting serous fluid is thin compared with the particle of the second grouting serous fluid, by the perfusion of the 3rd grouting serous fluid, can
Microscopic spaces at the leakage point of waterproof of man are filled up completely with, it is also possible to completely block leakage point.Three kinds of grouting serous fluids
Coordinate that leakage point closure is tight, can effectively solve seepy question.
The present invention arranges steel sheet pile at leakage point, and using steel sheet pile leak lateral pressure, the steel sheet pile and the curtain that intercepts water are resisted
Curtain is linked to be entirety, can play a part of reinforcing, and the steel sheet pile is effectively kept out, with reference to the tight closure of three kinds of grouting serous fluids,
Seepy question can thoroughly be solved.
The present invention is described in detail above in association with accompanying drawing embodiment, those skilled in the art can be according to upper
State and bright many variations example is made to the present invention.Thus, some of embodiment details should not constitute limitation of the invention, this
Invention is by the scope defined using appended claims as protection scope of the present invention.
Claims (10)
1. in a kind of foundation ditch waterproof of man leakage point method for blocking, it is characterised in that comprise the steps：
The pile back-pressure sand pocket at the leakage point of close waterproof of man in foundation ditch, using leak described in the back-pressure sandbag damming
Point；
In lower first Grouting Pipe of soil body drilling near waterproof of man, and the first grouting serous fluid is irrigated by first Grouting Pipe
The Kong Xian areas formed at the correspondence leakage point in block the soil body, until first grouting serous fluid cannot irrigate and be
Only；
Near lower second Grouting Pipe of first Grouting Pipe drilling, and by second Grouting Pipe irrigate the second grouting serous fluid with
Fill the gap that first grouting serous fluid is formed；And
The back-pressure sand pocket is removed, and steel sheet pile is squeezed at the leakage point of the waterproof of man in foundation ditch, by the steel
Sheet pile is attached at the surface of the waterproof of man and is fixedly connected with the waterproof of man.
2. in foundation ditch waterproof of man as claimed in claim 1 leakage point method for blocking, it is characterised in that also include；
3rd Grouting Pipe under gap between the steel sheet pile and the waterproof of man, the 3rd Grouting Pipe is lowered into
At the leakage point of the waterproof of man；
Irrigate the first grouting serous fluid to block the space to the space between the steel sheet pile and the waterproof of man；
3rd grouting serous fluid is irrigated at the leakage point by the 3rd Grouting Pipe, is blocked using the 3rd grouting serous fluid
The leakage point of the waterproof of man.
3. in foundation ditch waterproof of man as claimed in claim 1 or 2 leakage point method for blocking, it is characterised in that near cut
Under the soil body drilling of water curtain during the first Grouting Pipe, in the surface correspondence Kong Xian areas of the soil body the first Grouting Pipe is laid
Bore position, the bore position of first Grouting Pipe lays curved setting, and the ttom of pipe of two adjacent the first Grouting Pipes
Absolute altitude is different.
4. in foundation ditch waterproof of man as claimed in claim 3 leakage point method for blocking, it is characterised in that also include：
Injected after the first grouting serous fluid using first Grouting Pipe, above put forward first Grouting Pipe to a setpoint distance, after
Continue and first grouting serous fluid is irrigated into first Grouting Pipe.
5. in foundation ditch waterproof of man as claimed in claim 1 or 2 leakage point method for blocking, it is characterised in that also include：
It is described to reinforce that second grouting serous fluid is poured into in the soil body of Kong Xian areas periphery using second Grouting Pipe
The soil body of Kong Xian areas periphery.
6. in foundation ditch waterproof of man as claimed in claim 2 leakage point method for blocking, it is characterised in that also include：
By closely knit the first grouting serous fluid being poured at the waterproof of man surface of the 3rd grouting serous fluid and the Kong Xian areas
Between the first interior grouting serous fluid, with the closely knit closure leakage point.
7. in foundation ditch waterproof of man as claimed in claim 2 leakage point method for blocking, it is characterised in that the 3rd slip casting
Slurries are the mixed solution of polyurethane and waterglass.
8. in foundation ditch waterproof of man as claimed in claim 1 leakage point method for blocking, it is characterised in that first slip casting
Slurries are the mixed solution of M30 high-strength mortars and waterglass.
9. in foundation ditch waterproof of man as claimed in claim 1 leakage point method for blocking, it is characterised in that second slip casting
Slurries are the mixed solution of cement mortar and waterglass.
10. in foundation ditch waterproof of man as claimed in claim 1 leakage point method for blocking, it is characterised in that the back-pressure sand
Filled with chance water non-cured materials in bag.
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| CN201611160663.5A CN106592614B (en) | 2016-12-15 | 2016-12-15 | The method for blocking of leakage point in foundation pit waterproof of man |
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| CN201611160663.5A CN106592614B (en) | 2016-12-15 | 2016-12-15 | The method for blocking of leakage point in foundation pit waterproof of man |
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| CN107761753A (en) * | 2017-10-17 | 2018-03-06 | 山东大学 | A kind of foundation ditch water burst rapid rescue slip casting method for blocking |
| CN109024643A (en) * | 2018-08-09 | 2018-12-18 | 中国地质大学（北京） | A kind of water-stop curtain constructing device, equipment and waterproof curtain construction method |
| CN111877379A (en) * | 2020-07-24 | 2020-11-03 | 上海隧道地基基础工程有限公司 | Same-hole multiple-slurry injection machine tool and same-hole multiple-slurry injection plugging method |
| CN112211211A (en) * | 2020-10-19 | 2021-01-12 | 湖州三通水利建设有限公司 | Method for bagging sandy soil to build cofferdam and cofferdam built by method |
| CN112726619A (en) * | 2020-12-30 | 2021-04-30 | 中铁四局集团有限公司 | Three-dimensional grouting plugging method for continuous gushing water of sea-filling stratum |
| CN114718071A (en) * | 2021-12-30 | 2022-07-08 | 中铁十四局集团有限公司 | Plugging method suitable for junction of secant pile and continuous wall |
| CN115354987A (en) * | 2022-09-14 | 2022-11-18 | 贵州大学 | Mine water inrush treatment method |
| CN117107768A (en) * | 2023-09-29 | 2023-11-24 | 云南蔓昭建筑工程有限公司 | Leakage maintenance grouting process for underground engineering concrete enclosure structure |
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| CN107761753B (en) * | 2017-10-17 | 2019-11-19 | 山东大学 | A kind of foundation pit water burst rapid rescue slip casting method for blocking |
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| CN109024643B (en) * | 2018-08-09 | 2023-06-09 | 中国地质大学（北京） | Waterproof curtain construction device, equipment and waterproof curtain construction method |
| CN109024643A (en) * | 2018-08-09 | 2018-12-18 | 中国地质大学（北京） | A kind of water-stop curtain constructing device, equipment and waterproof curtain construction method |
| CN111877379A (en) * | 2020-07-24 | 2020-11-03 | 上海隧道地基基础工程有限公司 | Same-hole multiple-slurry injection machine tool and same-hole multiple-slurry injection plugging method |
| CN112211211A (en) * | 2020-10-19 | 2021-01-12 | 湖州三通水利建设有限公司 | Method for bagging sandy soil to build cofferdam and cofferdam built by method |
| CN112726619A (en) * | 2020-12-30 | 2021-04-30 | 中铁四局集团有限公司 | Three-dimensional grouting plugging method for continuous gushing water of sea-filling stratum |
| CN114718071A (en) * | 2021-12-30 | 2022-07-08 | 中铁十四局集团有限公司 | Plugging method suitable for junction of secant pile and continuous wall |
| CN114718071B (en) * | 2021-12-30 | 2024-02-23 | 中铁十四局集团有限公司 | Plugging method suitable for junction of occluding pile and continuous wall |
| CN115354987A (en) * | 2022-09-14 | 2022-11-18 | 贵州大学 | Mine water inrush treatment method |
| CN115354987B (en) * | 2022-09-14 | 2024-01-19 | 贵州大学 | Mine water inrush treatment method |
| CN117107768A (en) * | 2023-09-29 | 2023-11-24 | 云南蔓昭建筑工程有限公司 | Leakage maintenance grouting process for underground engineering concrete enclosure structure |
| CN117107768B (en) * | 2023-09-29 | 2024-10-22 | 云南蔓昭建筑工程有限公司 | Leakage maintenance grouting process for underground engineering concrete enclosure structure |
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